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<br /> STRUCTURAL-GENERAL NOTES SEISMIC Seismic Design Category: SDC= D POST-INSTALLED ANCHORS(INTO CONCRETE AND MASONRY WELDING: I jCa 1 iER_E,,,T HOTEL
<br /> DESIGN: 1) Welding shall conformto AWS 01.1 with Prequalified Welding Processes except as modified by 11:
<br /> Basic Structural Building Frame REFERENCE STANDARDS:Conform to: RISC 360 section J2.Welders shall be qualified in accordance with WABO requirements. j E4}�i T' ..IIu�R
<br /> System 1) IBC Chapter 19'Concrete' 2) Use 70ksi strength,low-hydrogen type electrodes(E7018)or E71T as appropriate for the process
<br /> GENERAL REQUIREMENTS Systems 2) ACI 318-11'Building Code Requirements for Shuctural Concrete" selected.
<br /> Seismic Force Resisting System Ordinary Steel 3) IBC Chapter 21'Masonry' 3) Wedding of high strength anchor rods is prohibited unless approved by Engineer. i u]�NS�VA ON O
<br /> GOVERNING CODE:The design and construction of this project is governed by the International BrAdeg Braced Frame 4) ACI 530-11/ASCE 5-117TMS402-11'Building Code Requirements for Masonry Structures' 4) Welding of headed stud anchors shall be in accordance with AWS 01.1 Chapter 7'Stud Welding'.
<br /> Code(IBC)",2015 Editon,hereafter referred to as the IBC,as adopted and modified by the City of Response Modification Factor. R e 3.26
<br /> Everett,WA understood to be the Authority Having Jurisdiction(AHJ). POST-INSTALLED ANCHORS:Install only where specifically shown in the details or allowed by SER.All :ERECTION:
<br /> i REFER NCE STANDARDS:Refer to Cha System Over Strength Factor Omega= 2.0 post4nstated anchors types and locations shall be approved by the SER and shall have a current ICC-
<br /> 1) Conform to AISC 360 Section M4'Erection'and AISC 303 Section 7'Erection'.
<br /> Ater 35 of 2015 IBC.Where other Standards are noted in the Evaluation Service Report that provides relevant design values necessary to validate the available strength
<br /> c� drawings,use the latest edition of the standard unless a specific date is indicated. Reference to a specific Deflection Amplification Factor Cd= 325 exceeds the required strength. Submit current manufacturer's data and ICC ESR report to SER for approval 2) Conform to AISC 360 Chapter N'Quality Control and Quality Assurance'and AISC 303 Section 8. 3105 Para Senear
<br /> 'r section in a code does not relieve the contractor from compliance with the entire standard. Site Classification per IBC 1613.3.2&ASCE 7-10,Co.20 regardless of whether or not it is apre-approved anchor. Anchors shall be installed in strict accordance o a. The Erector shall maintain detailed erection quality control procedures that ensure that the Evac ',W.nsror tort
<br /> o- Site Class- D ICC-ESR and the manufacturer's printed installation insmctions(MPI I)in conjunction with edge distance, oak is performed in accordance with these requirements and the Contract Documents.
<br /> ce DEFINITIONS:The following definitions cover the meanings of certain terms used in these notes: spacing and embedment depth as indicated on the drawings.The contractor shall arrange for a manufactur- 3) Steel work shall be carried up true and plumb within the limits defined hr AISC 303 Section 7.13.
<br /> r13 - Seismic Importance Factor per ASCE 7-10 Table 1.5-2 le= 1.0 en's field representative to provide installation training for at products to be used,prior to the commencement 4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2
<br /> _ 'Required Testing',as applicable and AISC 360 Chapter J,Section M2.5 and Section N5.6.
<br /> N `Arohitact/Englneet-The Architect of Record and the Structural Engirieer of Record. Spectral Response Acceleration(Short Period) S.= 1.301 g of work.Only trained installer shall perform post installed anchor wive tion.A record of training shall be 5) Welding of HEADED STUD ANCHORS shall be in accordance with AWS D1.1 Chapter 7"Stud
<br /> Le kept on site and be made available to the SER as requested.Adhesive anchors installed in horizontally or p
<br /> z • 'Structural Engineer of Record"(SER)-The structural engineer who is licensed to stamp&sign Spectral Response Acceleration(1-Second Period) Sr a 0.494 g upwardly inclined orientation shall be performed by a certified adhesive anchor installer(AM)as certified Wing.
<br /> o the structural documents for the project The SER is responsible for the design of the Primary Struo- 6) Provide Headed(Shear)Stud Anchors welded through the metal deck to tops of beams denoted in
<br /> lural System, Spectral Desgn Response Coefficient(Short Period) See= 0.867 g through ACl/CRSI or approved equivalent.Proof of current certification shall be submitted o the engineer for Plans
<br /> zapproval prior to commencement of Installation. No reinforcing bars shall be damaged during installation of 7) The contractor shat provide temporary Waring and sooty protection required by AISC 360 Section
<br /> • "Submit for review"-Submit o the ArchitedlEngineer for review prior to fabrication orconsWction. Spectral Design Response Coefficient(1-Second Period)Se,a 0.496 g post-installed anchors.Special inspection shall be per the TESTS and INSPECTIONS section.Anchor type, M4.2 and AISC 303 Section 7.10 and 7.11.
<br /> Seismic Analysis procedure used: EquWalM Laterel diameter and embedment shall be as indicated on drawings.
<br /> • `Per Plan'-Indicates references to the structural plans,elevations and structural general notes. ,MURPHY
<br /> � ZC T -y��p
<br /> = Force(ELF) PROTECTIVE COATING REQUIREMENTS: LVJ1 1y
<br /> "Specialty Structural Engineer"(SSE)-A professional engineer(PE or SE),licensed in the Stat
<br /> Seismic response c efi
<br /> o • where the project is located,(typically not the SER),who performs specialty structural engineering ficient(s) Cs= 02to RI
<br /> 9 1. ADHESIVE ANCHORS:The following Adhesive-type anchoring systems have been used in the 1) SHOP PAINTING:ConformSC 360 Section M3 and AISC 303 otherwise
<br /> 8.5 unless othese
<br /> AU services for selected specialty-engineered elements identified in the Contract Documents,and who RedundancyFactor North/South Direction) NIS rho= 1.0 design and shall be used for anchorage to CONCRETE and MASONRY,as applicable and in specified by the project specificafbns. i y„r..=..e,.=.,e�e.=
<br /> cc has experience and training in the Specially.Documents stamped and signed by the SSE shall be ( accordance with d minimum
<br /> current ICC ESR repot.Reference the corresponding ICC ESR a.",,,.,v.,-..-�r",
<br /> ur completed by or under the direct supervision of the SSE. Redundancy Factor(East l West Direction) E/W oro= 1.0 report for required minimum age of concrete,concrete temperature range,moisture condition, 2) INTERIOR STEEL: n n4.srl.9ra
<br /> light weight concrete,and hole drilling and preparation requirements. Drilled-M anchor embed- a Unless noted otherwise,donor pafntany of the steel surfaces meeting the following conditions:
<br /> CC • "Bidderdesigned"-Components of the structure that require the general contractor,subcontrao- Design Base Shear(North/South Direction) KIPS 20 mem lengths shall be as shown on drawings,or not less than 7 times the anchor nominal diame- • Concealed by the interior building finishes,
<br /> cc or,or supplier who is responsible for the design,fabrication and installation of specialty-engineered Design Base Shear(East I West Direction) KIPS 30 ter(7D).Adhesive anchors are to be Installed in concrete aged a minimum of 21 days,unless • Fireproofed,
<br /> = elements identified in the Contract Documents to retain the services of an SSE.Submittals of otherwise specified in the ICC ESR report • Embedded in concrete,
<br /> p "Bidder-designed'elements shall be stamped and signed by the SSE. Base shear governed by: Wind • Specially prepared as a'faying surface"for Type-SC"slip-critical'connections including
<br /> a a. HILTI'HIT-HY 200'-ICC ESR-3187 or anchorage to CONCRETE with embedment bolted connections that form a part of the Seismic Force Resisting System governed by
<br /> SPECIFICATIONS:Refer to the project specifications Issued as part of the contract documents for depth less than or equal to 20 bar diameters AISC 341 unless the coating conforms to requirements of the RCSC Bot Specification and
<br /> re inormaton supplemental o these drawings. DESIGN DEAD BIDDER DESIGN DEAD LOADS REMARKS&FOOTNOTES b. HILTI"HIT-HY 70"-ICC ESR-3342 for anchorage o MASONRY Only is approved by the Engineer.
<br /> o • Welded;iit area requires painting,do not paint until after weld inspections and non- §,
<br /> i- LOADS (PSF)UNO S e
<br /> OTHER DRAWINGS:Refer to the architectural,mechanical,electrical,civil and plumbing drawings 2. EXPANSION ANCHORS'The following Expansion type anchors are pre-approved for anchor- destructive testing requirement,it any,are satisfied. fl._
<br /> for additional information including but not limited to:dimensions,elevations,slopes,door and window opera Roof Dead Load 65 PSF 5"Hollow Core Plank age o CONCRETE or MASONRY in accordance with corresponding current ICC ESR report R'y'
<br /> t- Ings,nun-bearing walls,stairs,finishes,drains,waterproofing,railings,elevators,and other nonstructural b, Interior steel,exposed to view,shall be painted wth one coat of stop primer unless otherwise s
<br /> items. a HILTI'KWIK BOLT TZ'-ICC ESR-1817 for anchorage to CONCRETE Only indicated in the project specifications.Field touch-ups to match the finish coat or as otherwise €;
<br /> b. POWERS'POWER-STUD+SDI'-ICC ESR-2966 for anchorage to MASONRY Only indicated in the project specifications. 1 s
<br /> 5 STRUCTURAL DETAILS:The structural drawings are intended to show the general character and extent of SUBMITTALS . z p
<br /> o the project and are not intended to show all details of the work.Use entire detail sheets and specific details STRUCTURAL STEEL 3) EXTERIOR STEEL:Exposed exterior steel shat be protected by either:
<br /> M referenced In the plans as'typicar wherever they apply.Similarly,use details on entire sheets with'typicar' SUBMIT FOR REVIEW:SUBMITTALS of shop drawings,and product data are required for items noted in a paint with an exterior multi-coat system as per the project specifications.Field touch-up painting g
<br /> 0 in the name wherever they apply. the individual materials sections and for bidder designed elements. REFERENCE STANDARDS:Conform to: shall as per the project specifications. ,y
<br /> 1) IBC Chapter 22-"Steep b. Galvanizing:Unless protected with a paint system,exposed steel(outside the building envelope) a
<br /> STRUCTURAL RESPONSIBILITIES:The structural engineer(SER)is responsible for the strength andshall be hot dipped galvanized,where noted on the plans or otherwise indicated by the finishes N.€
<br /> SUBMITTAL REVIEW PERIOD;Submittals shall be made in time o provide a minimum of TWO WEEKS or 2) ANSI/AISC 303-10-'Code of Standard Practice for Steel Buildings&Bridges° Apply fieldtouch-ups per project speclficehons. I
<br /> ec stability of the primary structure in its completed form. 10 WORKING DAYS for review by the Architect/Engineer prior to the onset of fabrication. .3) RISC-"Manual of Steel Construction'.Fourteenth Edition(2010) specified by the Architect e
<br /> Z 4) ANSUAISC 360-10-'Speclscation or Structural Steel Buildings°
<br /> COORDINATION:The Contractor is responsible or coadirumting details and accuracy of the work;for con- GENERAL CONTRACTOR'S PRIOR REVIEW:Prior to submission to the Architect/Engineer,the Contractor 5) AWS 01.12010-"Structural Welding Code-Steer I 5
<br /> UJ finning and correlating all quantities and dimensions;for selecting fabncation processes;for techniques o
<br /> cc shall review the submittal for completeness. Dimensions and quantities are not reviewed by the SER,and 3
<br /> assembly;and for performing work in a safe and secure manner therefore,must be verified by the General Contractor.Contractor shall provide any necessary dimensional SUBMITTALS:Submt the following documents o the SER fol review. I s •
<br /> a details requested by the Detailer and provide the Contractor's review stamp and signature before forwarding
<br /> MEANS,METHODS and SAFETY REQUIREMENTS:The contractor is responsible for the means and
<br /> r=i3 to the Architect/Engineer. (1)SHOP DRAWINGS complying with AISC 360 Sections M1and N3 and AISC 303 Section 4.
<br /> F methods of construction and all job-related safety standards such as OSHA and ROSH(Department of Oo- r2)ERECTION DRAWINGS complying AISC 360 Sections Mtand N3 and AISC 303 Section 4. z e
<br /> 0 cupatonal Safety and Health).The contractor is responsible for means and methods of construction related SHOP DRAWING REVIEW:Once the contractor has completed his review,the SER will review the
<br /> to the Intermediate structural Cary s(i.e.movement of the structure due to moisture and thermal effects; submittal for general conformance with the design concept and the contract documents of the building and Make copies of the following documents'Available upon Request'to the SER or Owner's Inspection Agency s
<br /> x construction sequence;temporary bracing,eel), ;_
<br /> z will stamp the submitral accordingly.Markings or comments shall not be construed as relieving the contrac- in electronic or printed form prior to fabrication per AISC 360 Section N32 requirements: i
<br /> BRACING/SHORING DESIGN ENGINEER:The contractor shat at his discretion employ an SSE,. a regis-
<br /> ter for from compliance with the project plans and specifications,nor departures there from.The SER will return
<br /> wsubmittals in the form they are submitted in(either hard copy or electronic). For hard copy submittals,the (1)Fabricator's written Quality Control Manual that includes,as a minimum:
<br /> a tared professional engineer for the design of any temporary bracing and shoring. contractor is responsible or submitting the
<br /> ng required number of copies to the SER for review, a. Material Control Procedures s'
<br /> 'rS TEMPORARY SHORING.BRACING:The contractor is responsible or the strength and stability of the strut. b. Inspection Procedures C.
<br /> AU SHOP DRAWING DEVIATIONS:When shop drawings(component design drawings)differ from or Non-conformance Procedures c ee
<br /> 0 lure during construction and shell provide temporary shoring,bracing and other elements required to main- add to the requirements of the structural drawings they shall be designed and stamped by the responsble (2)Steel&Ancor Rod suppliers'Material Test Reportq)MTR's)indicating the compliance with speci& G •
<br /> y lain stability until the structure is complete.It is the contractor's responsibility to be familiar with the workre- SSE. - dations. e'E
<br /> o
<br /> quired in the constructors documents and the requirements for executing t property. (3)Fastener manufacturer's Certification documenting conformance with the specification. W )1
<br /> Llly NOTE PRIORITIES:Plan and detail notes and specific loading data provided on individual plans and (4)Filer motel manufacturers product data for SMAW,FCAW end GMAW indicating: $
<br /> detail drawings supplementsINSPECTIONS,QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS a. Product specification complianceII-
<br /> ng information in the Structural General Notes. b. Recommended welding parameters
<br /> DISCREPANCIES:In case of noes between the General Notes,Specifications.Plans/Details or INSPECTIONS:Foundations,footings,under stab systems and framing are subject to inspection by the d Recommended storage and exposure requirements inducting baking
<br /> tere
<br /> Limitations of use L(_
<br /> I- Reference Standards,the ArchitectlEngineer shall determine which shat govem.Discrepancies shall be Building Official in accordance with IBC 110.3. Contractor shall coordinate all required inspections with the
<br /> or (5)Welded Headed(Sheat Stud Anchors Manufacturer's certification indicating the meet specifications.
<br /> brought to the attention of the Arc iitedlEngineer before proceeding with the week.Should any discrepancy Building Official.
<br /> oe be found In the Contract Documents,the Contractor will be deemed to have included in the price the most (6)Weld Procedure SDe Certificates
<br /> Conformance(WPS's)for shop and field welding.
<br /> expensive way of completing the work,unless prior to the submission of the price,the Contractor asks ora SPECIAL INSPECTIONS.VERIFICATIONS and TESTS: Special Inspections,Verifications and Testing (7)Manufacturer's Gertifcaten of for electrodes,fluxes and gases(welding consumables). p\ tit,
<br /> z decision from the Architect as to which shall govern.Accordingly,any conflict in or between the Contract shall be done in accordance with IBC Chapter 17 and the STATEMENT OF SPECIAL INSPECTIONS herein (8)Procedure Qualdlcohon Records(PQR'sl for WPS's that are not prequalified In accordance with :fie l `yj.
<br /> Documents shat not be a basis for adjustment in the Contract Price. per IBC Sections 1704 and 1705 as applicable. AWS.
<br /> (9)Welding personnel Performance qualification Recoils(WPQR)and continuity facade conforming to
<br /> ee AWS standards and WABO standards as applicable for Washington State projects. "� '
<br /> w SITE VERIFICATION The contractor shall verify all dimensions and conditions at the site.Conflicts SPECIAL INSPECTION AGENCY and SPECIAL INSPECTORS:Owner shall retain a WABO accredited
<br /> 3 between the drawings and actual site conditions shall be brought to the attention of.the Architect/Engineer Special Inspections agency to provide Special Inspections for the project.Special Inspectors shall be quale MATERIALS:
<br /> cc before proceeding with the work. fled persons per IBC 1704.2.1. �,
<br /> a Structural steel materials shall conform to materials and requirements listed in AISC 360 section A3 lndud- %. e.29759 `?•
<br /> do Ing,but not limited to: gee. ,,,%ees.
<br /> x ALTERNATES:Alternate products of similar strength,nature and form for specified items may be STATEMENT OF SPECIAL.INSPECTIONS Special Inspections and Testing per IBC Sections 1704 and Wide Flange(1N),Tee(WT)Shapes ASTM A992 Fy=50 ksi
<br /> submitted with adequate technical documentation(proper test report,eel.)to the An:hited/Engineer for re- 1705 am required for the following: Structural(5),(M)&(HP)Shapes ASTM A36,Fy=36 ksi )�Aht.Yom`
<br /> e- view. Atemate materials that are submitted without adequate technical documentation or that significantly Channel(C)&Angle(L)Shapes ASTM A36,Fy=36 ksi •
<br /> 1- deviate from the design intent of materials specified may be returned without review.Alternates that require FABRICATION SHOP INSPECTION:Where off-site Fabrication of gravity LOAD BEARING MEMBERS Structural Plate(PL) ASTM A36,Fy=36 kat
<br /> wsubstantial effort to review will not be reviewed unless authorized by the Owner. &ASSEMBUES is performed,Special Inspector shall verify that the fabricator complies with IBC Sec-
<br /> a tons 1704.10 and 1704.2.5 Hollow Structural Section-Square!Red(HSS).ASTM A500,Grade B, ksi Project Number:1601 i-0426
<br /> el High Strength,Heavy Hex Structural Bolts ASTM A325/F1852,Type pe I 1 or or 3,Plain
<br /> ur¢ DESIGN CRITERIA AND LOADS Heavy Hex Nuts ASTM A563,Grade and Finish per RCSC Table 2.1 Issued For:
<br /> x STRUCTURAL STEE).per IBC 1704.2.5 Washers(Hardened Flat or Beveled) ASTM F436,Grade and Finish per RCSC Table 2.1 I Permit
<br /> A - Moor Rads(Ancor Bots,typical) ASTM F1554,Gr.38 I
<br /> qualified Special Inspector of an`approved agency prodding Quality Assurance(QA)Special roseate Anchor Rods(High Strength) ASTM F1554,Gr.55(weldable)per Supplement 51
<br /> > OCCUPANCY: I Risk Category of Building per 2015 IBC Table 1604.5= J II tions for the project shat review and confirm the Fabricator and Erector's Quality Control(QC)mace- Welded Headed Stud(WHS)Anchors ASTM A108-Nelson/TRW H4L
<br /> w dures for completeness and adequacy relative to AISC 380-10 Chapter N,the AISC 303 Code of Stand-
<br /> p f d Practice,AWS D1.1-2010 Structural Welding Code,and 2015 IBC code requirements for the fabrica- ANCHORAGE to CONCRETE:
<br /> CO co
<br /> tu WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM 1) SHEAR STUDS on STEEL BEAMS for COMPOSITE CONSTRUCTION: Headed Shear Studs es scope of work.
<br /> Dote:
<br /> n welded to tops of Wide Flange Beams,shall be 3/4"diameter WHS with nominal stud lengths as - 04-09-2018 Permit
<br /> ccUltimate Design Wind Speed,MAL)(MPH) 110' o QA Agency providing Special Inspections shall provide personnel meeting the minimum indicated.Unless noted otherwise,provide minimum shear stud height equal to the(metal deck
<br /> 0qualification requirements for Inspection and Nondestructive Testing NOT per AISC 360.10 depth v 1 eel and a maximum shear stud height that allows for'A'of concrete cover over the stud.
<br /> Exposure Category B Section N4.
<br /> IL 2) EMBEDDED STEEL PLATES for Anchorage to Concrete: Plates(PL)embedded In concrete with
<br /> > Internal Pressure Coefficient Cpl= +/-0.18 o Verify Fabricator and Erector Quality Control Program per AISC 360-10 Section N2. - studs(WHS)or dowel bar anchors(DBA)shall be of the sizes and lengths as indicated on the plans
<br /> LUTopographic Factor Kit= 1.0 o Visual Welding Inspection of welds by both DC and QA personnel shall be per tables listed with minknun 12"dia.WHS x 6'tong but provide not less than''/."interior cover or 1 I4'exterior
<br /> So In AISC Section N5. cover to the opposite face of concrete,unless noted otherwise.
<br /> Wind Analysis procedure used: Directional 3) COLUMN ANCHOR ROOS and BASE PLATES'All columns(vertical member assemblies weighing
<br /> ce o Inspection Tasks for Welding
<br /> Weldog per AISC 380.10 Table N5.4-i, over 300 pounds)shall be provided with a minion of four%"diameter anchor rods,Column
<br /> Prior to
<br /> Duringt Welding per AISC 360-10 Table N 5.4.1 base plates shall beat least V.."thick,unless noted otherwise.Cast-In-place anchor rods shall be
<br /> C) unless otherwise approved by the Engineer. Unless noted otherwise,embedment of cast-
<br /> ¢ • After Welding per AISC 360-10 Table N5.4-3. in-place anchor rods shat be 12 times the anchor diameter(12D). Sheet Title:
<br /> to 0 Inspection Tasks for Bolting per AISC 360-10 Section N5.6
<br /> I• • Prior to Bolting per AISC 360.10 Table N5.6-1.Not required for snug-tight joints. FABRICATION i STRUCTURAL
<br /> LLD • During Biting per AISC 360-10 Table N5.6-2.Not required for snug-tight joints. 1) Conform to AISC 360 Section M2°Fabrication'and AISC 303 Section 6'Shop Fabricaton>. GENERAL NOTES
<br /> z • After Bolting per AISC 360-10 Table N5.6-3. 2) Quality Control(QC)shall conform to:
<br /> to 0 Additional Inspection tasks per ALSO 360-10 Section N5.7.
<br /> a. AISC 360 Chapter N`Quality Control and Quality Assurance'and
<br /> n b. AISC 303 Section 8'Quality Control'.
<br /> cc c. Fabricator and Erector shall establish and maintain written Quality Control(QC)procedures
<br /> CO - Sheet!Dumber:
<br /> per AISC 360 section N3.
<br /> d. Fabricator shat perform self-Inspections per AISC 360 section N5 to ensure that their work
<br /> a
<br /> is performed in accordance with Code of Standard Practice,the AISC Specification,Con-
<br /> co
<br /> tract Documents and the Applicable Building Code. ly
<br /> 4- e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3
<br /> z where fabricators QA procedures provide the necessary basis for material control,inspec-
<br /> jtion,and control of the workmanship expected by the Special Inspector.
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